JP2007077587A - Method of constructing underground structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To propose a method of easily and inexpensively constructing an underground structure. <P>SOLUTION: There is provided the method of constructing a large cross-sectional tunnel 1 by using a plurality of tunnels T, T, etc. excavated side by side. The method is composed of: a step of constructing a preceding tunnel by continuously arranging propelling casings 10 in each of which a reinforcing material 14 is arranged, under the ground; a step of forming a bottom slab TB of the large cross-sectional tunnel 1 by using the preceding tunnel; a step of removing the reinforcing materials 14 from the preceding tunnel; a step of constructing a following tunnel adjacently to the preceding tunnel by continuously arranging the propelling casings 10 in each of which the removed reinforcing material 14 is arranged, under the ground; a step of forming a top slab TA and side walls TC, TC of the large cross-sectional tunnel 1 by using the following tunnel, and a step of removing unnecessary lining elements partitioning between the preceding tunnel and the following tunnel. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to an underground structure construction method for constructing a large-section structure using a plurality of tunnels arranged side by side.

As a method of constructing a large section tunnel (underground structure), there is a case where the entire section is excavated using a large shield machine.
However, when the production of such a large shield machine is expensive and the tunnel extension is short, the shield machine occupies most of the entire construction cost, which is uneconomical. In terms of workability, there was a limit to the increase in the size of the shield machine.

  Therefore, a method for constructing a large-section tunnel by using a plurality of tunnels arranged side by side is disclosed and has been put into practical use.

  For example, in the construction method of a large-section tunnel described in Patent Document 1, a plurality of tunnels are installed close to each other by a shield method, and the interiors surrounded by these tunnels are excavated after connecting adjacent tunnels. As a result, a large-section tunnel with a plurality of connected tunnels as the outer shell is constructed.

  Further, in the construction method of the large-section tunnel described in Patent Document 2, after constructing a plurality of tunnels arranged side by side, an unnecessary lining of each tunnel is removed to form a large space inside each tunnel, A large-section tunnel is constructed by forming the top plate, side wall, etc. of the main building using the remaining lining of the tunnel. The plurality of tunnels are sequentially constructed with a time difference, and the succeeding tunnel is constructed next to the preceding tunnel. Each tunnel is constructed by a propulsion method or a shield method.

Here, the propulsion method is a method of constructing a tunnel by press-fitting a cylindrical propelling box, which is a tunnel lining, into the ground sequentially from a wellhead. In addition, a blade edge, an excavation machine, etc. are attached to the front-end | tip of a propulsion box. The propulsion method excavator may be one that propels itself by reacting to the propulsion box (that is, one that is equipped with a propulsion jack), or the thrust of the main jack transmitted through the propulsion box You may dig by. On the other hand, the shield method is a method of excavating a natural ground with an excavator installed at a tunnel face and assembling a segment to be a tunnel lining inside the excavator to construct a tunnel. In addition, a shield machine will dig itself by taking a reaction force to the segment assembled in the inside.
JP-A-8-199970 ([0010]-[0016], FIG. 4) JP 2001-214699 A ([0026]-[0039], FIG. 2 to FIG. 3)

However, in the former method of constructing a large-section tunnel described in Patent Document 1, a plurality of small-section shield tunnels are arranged side by side with clearance at the tail portion due to the shield structure. There was an inconvenience that a gap area was inevitably formed between them.
That is, in the state where such a gap region is formed, the outer shell portion of the rectangular large-section tunnel does not have an integral structure. For this reason, excavating such a gap region, assembling reinforcing bars, and placing concrete, forcing the complicated and time-consuming work of integrating the outer shell of the rectangular large-section tunnel.

  On the other hand, the construction method of the large-section tunnel 100 described in the latter patent document 2 increases the number of tunnels T when the cross-sectional shape of the large-section tunnel increases (see FIG. 8A). Since it was necessary to make the lining 110 large (see FIG. 8B), there was a problem that the cost increased. In other words, in addition to an increase in construction costs and material costs due to an increase in the number of tunnels T, and an increase in construction costs due to an increase in material costs due to a large cross-sectional shape of the lining 110 of the tunnel T, etc. There is a concern about an increase in costs due to an increase in waste caused by the removal of the lining 110.

  The present invention has been made to solve the above-described problems, and an object thereof is to propose a method for constructing an underground structure easily and inexpensively.

  In order to solve the above-mentioned problem, the invention according to claim 1 is a method for constructing an underground structure using a plurality of tunnels arranged side by side, wherein the plurality of tunnels are reinforced with a main girder. It is characterized by being constructed by continuously arranging boxes with materials arranged in the ground.

  In the construction method of such an underground structure, the box forming each tunnel has a main girder reinforcing material. Therefore, the main girder reinforcing material bears a part of the external force acting on the tunnel, thereby covering the tunnel. Thinning of the work becomes possible. In other words, the main girder reinforcement is to be fixed at a predetermined position of the main girder of the box, so that it bears a part of the external force acting on the main girder (box) and improves the strength of the main girder. is there. Therefore, it is economical because the material cost required for the lining of each tunnel constructed by a plurality of tunnels can be reduced. In addition, by using a box with main girder reinforcement, it is possible to increase the cross section of each tunnel and reduce the number of subdivisions of the underground structure, making it easy and inexpensive to construct the underground structure. Can be done. Furthermore, since each tunnel is constructed side by side, the connection is easy and the workability is excellent.

  The invention according to claim 2 is a method of constructing an underground structure using a plurality of tunnels arranged side by side, wherein a box having a main girder reinforcing material is continuously provided in the ground. A step of constructing a preceding tunnel by disposing, a step of forming a part of an outer shell of an underground structure using the preceding tunnel, a step of removing a main girder reinforcement of the preceding tunnel, A step of constructing a trailing tunnel next to the preceding tunnel by continuously arranging the box in which the removed main girder reinforcing material is disposed in the ground, and using the trailing tunnel, The method includes a step of forming a part of the outer shell of the structure and a step of removing a cover that separates the preceding tunnel and the subsequent tunnel.

  Such a construction method of an underground structure can reduce the material cost by reusing the main girder reinforcing material used in the construction of the preceding tunnel when constructing the subsequent tunnel. In addition, since the main girder reinforcement is removed after the outer shell part of the completed section of the underground structure is built, the part of the outer shell bears the stress that the main girder reinforcement has borne. Therefore, safety is maintained.

  The underground structure construction method of the present invention makes it possible to construct an underground structure easily and inexpensively. In addition, by reducing the amount of waste, it has become possible to construct an underground structure that reduces the burden on the waste disposal site and therefore allows for environmental considerations.

DESCRIPTION OF EXEMPLARY EMBODIMENTS Hereinafter, preferred embodiments of the invention will be described with reference to the drawings. In the description, the same reference numerals are used for the same elements, and duplicate descriptions are omitted.
Here, FIG. 1 is a cross-sectional view showing an outline of an underground structure according to the present embodiment. FIG. 2 is a perspective view showing a box used in the underground structure construction method of the present embodiment, and FIG. 3 is a partially enlarged view showing an installation state of a reinforcing member of the box. Moreover, (a)-(c) of FIG. 4 is a front view which shows the modification of a reinforcing material. 5-7 is sectional drawing which shows each construction step of the construction method of the underground structure concerning this embodiment, Comprising: Fig.5 (a) is the time of construction of the tunnel of a lower stage center, FIG.5 (b) is a lower stage. Fig. 5 (c) shows the bottom plate construction, Fig. 6 (a) shows the lower tunnel reinforcement removal, Fig. 6 (b) shows the upper center tunnel construction, Fig. 6 (c). Fig. 7 (a) shows the construction of the side tunnel and top plate, Fig. 7 (b) shows the removal of the upper tunnel reinforcement, and Fig. 7 (c) shows the removal of the unnecessary lining. Each is shown.

  As shown in FIG. 1, the underground structure according to this embodiment is a large cross section constructed by using a plurality of (six in this embodiment) tunnels T, T,... The tunnel 1 includes a top plate TA, a bottom plate TB, and side walls TC and TC. In the present embodiment, the large-section tunnel 1 is constructed by arranging six tunnels T, T,... Constructed with the same rectangular cross-sectional shape side by side in three rows and two columns. The cross-sectional shape of the tunnel T is not limited, and may be appropriately set according to the completed shape of the underground structure, for example, by arranging tunnels having different cross-sectional shapes.

  Each tunnel T is constructed by a propulsion method, and the lining of each tunnel T is composed of a plurality of propulsion boxes (boxes) 10, 10,... Connected in the tunnel axis direction. In each propulsion box 10 at the time of propulsion, a main girder reinforcing material (hereinafter sometimes simply referred to as “reinforcing material”) 14 is disposed.

  As shown in FIG. 2, the propulsion box 10 includes an outer shell 11 formed in a rectangular tube shape, and a plurality of main girders 12, 12,... Arranged in parallel at a predetermined interval in the tunnel axis direction. Are arranged along the tunnel axis direction between the adjacent main girders 12 and 12.

  The outer shell 11 is formed by welding a plurality of steel skin plates formed so as to cover the plurality of main girders 12, 12,... And has a rectangular cross section as a whole. . That is, the rectangular skin plate is formed in a rectangular tube shape by combining it vertically and horizontally. In addition, the material which comprises the outer shell 11 is not limited.

  The main girder 12 is formed by combining steel materials in a rectangular frame shape. In this embodiment, it is assumed that four main girders 12, 12,... Are arranged for one propelling box 10. Each steel material constituting the main girder 12 is joined to the inner peripheral surface of the outer shell 11 by welding. Each main girder 12 is provided with a reinforcing material 14 in the center in the vertical direction.

  The steel material forming the main girder 12 is not limited, and any known steel material such as an H-shaped steel, an L-shaped steel, a grooved steel, and a steel pipe can be used. A steel plate shall be used. Moreover, in this embodiment, although the rectangular main girder 12 was formed by combining steel materials, for example, it may be configured by cutting out an inner portion of a rectangular flat steel plate, and its formation method is limited. Is not to be done. Further, although four main girders 12, 12,... Are installed for one propelling box 10, it goes without saying that the quantity of the main girders 12 is not limited. Moreover, the cross-sectional shape of the propelling box 10 is not limited to a rectangle, and may be formed according to the situation as appropriate, such as a square or other polygons.

  Further, of the four main girders 12, 12,..., The rearmost main girder 12 and the front most girder 12 are connected to the front and rear propelling boxes 10. A plurality of insertion holes (not shown) for installing the connecting means are formed at predetermined intervals. In addition, the shape and quantity of the insertion hole are determined according to the shape and strength of the connecting means, and may be set as appropriate. Moreover, it cannot be overemphasized that an insertion hole is not formed depending on the form of a connection means.

  The reinforcing member 14 is installed horizontally in the center of each main girder 12 in the vertical direction, and the propulsion box 10 exhibits sufficient strength against the external force in the lateral (left and right) direction that acts when the propulsion box 10 is propelled. It is arranged to be possible. That is, the reinforcing member 14 is arranged in the middle of the long side of the main girder 12 that is formed in a rectangular shape, and thus bears a part of the external force that acts on the main girder 12 during propulsion, so that the strength of the main girder 12 is increased. Is to increase. In the present embodiment, the reinforcing material 14 is disposed so as to be parallel to the bottom plate TB of the large-section tunnel 1 described later. Moreover, although the steel plate which consists of a cross-sectional shape equivalent to the main girder 12 shall be used for the reinforcing material 14, the material which comprises the reinforcing material 14 is not limited, H shape steel, L shape steel, You may use channel steel, a steel pipe, etc.

  As shown in FIG. 3, the reinforcing member 14 is detachably fixed to the main beam 12 via fixing means 15.

  The fixing means 15 according to the present embodiment is composed of two steel plates 15a, 15a and four sets of bolts / nuts 15b, 15b,..., Before and after the reinforcing material 14 (face side and wellhead) by the steel plates 15a, 15a. The reinforcing material 14 is fixed to the main girder 12 so as to be sandwiched from the side). In other words, the steel plates 15a and 15a are arranged at the front and back so as to straddle the center portion of the main beam 12 and the end portion of the reinforcing member 14, and are fastened by bolts and nuts 15b, 15b,. The configuration and material of the fixing means 15 are not limited, and may be appropriately selected from known fixing means.

  In the present embodiment, as the reinforcing material 14, one steel plate is provided horizontally in the center of each main girder 12, but the configuration of the reinforcing material 14 is not limited, and the shape of the propelling box 10 is not limited. What is necessary is just to set suitably according to the linearity and extension of the tunnel T, the assumed external force, etc. For example, as shown in FIG. 4 (a), in addition to the cross member 14a laid horizontally at the center in the vertical direction of the propelling box 10 (main girder 12), two diagonally arranged in an inverted V shape. The reinforcing material 14 may be configured by the materials 14b and 14b to further increase the durability of the propelling box 10. Moreover, as shown in FIG.4 (b), in addition to the reinforcing material 14 shown to Fig.4 (a), it is good also as a structure which adds a cross member 14a and raises an intensity | strength further. Further, in the case of improving the durability against the external force acting in the vertical direction of the propelling box 10, as shown in FIG. 4 (c), a vertical member 14c is added and the reinforcing member 14 is arranged in a cross shape. It is good also as composition to do.

As shown in FIG. 2, the longitudinal ribs 13 are arranged between the adjacent main girders 12 and 12, maintain the interval between the main girders 12, and have sufficient proof strength against the axial force acting during propulsion. It is comprised so that it may express. In addition, the edge part of the longitudinal direction of the vertical rib 13 is joined to the side surface of the main girder 12 by welding.
In the present embodiment, the same type of steel plate as the main girder 12 is used as the vertical rib 13, but the material constituting the vertical rib 13 is not limited, and H-shaped steel, L-shaped steel, and groove-shaped All known steel materials such as steel and steel pipes can be used. Needless to say, the quantity of the longitudinal ribs 13 is not limited.

  The propelling box 10 is provided with guide grooves and / or protrusions (not shown) near the corners of the outer shell 11 as necessary. The positions and the number of guide grooves and ridges are appropriately set according to the position of the tunnel T. Each tunnel T is constructed so as not to be displaced between the adjacent tunnels T by propelling with the protrusions inserted in the guide grooves.

  Next, the outline of the construction method of the large-section tunnel 1 will be described with reference to FIGS. In the following description, the plurality of tunnels T, T,... May be referred to as tunnels T1 to T6 in the construction order.

  The construction of the large-section tunnel 1 includes the steps of constructing lower tunnels T1, T2, T3 (preceding tunnels) by continuously arranging the propelling box 10 provided with the reinforcing material 14 in the ground, Forming the bottom plate TB (a part of the outer shell) of the large-section tunnel 1 using the tunnels T1, T2, and T3, and the reinforcing members 14, 14, and 14 of the lower tunnels T1, T2, and T3 are removed. By arranging the propulsion box 10 in which the reinforcing material 14 from which the lower tunnels T1, T2 and T3 are removed is continuously disposed in the ground adjacent to the upper tunnels T1, T2 and T3 Steps for constructing upper tunnels T4, T5, T6 (following tunnels), and using the upper tunnels T4, T5, T6, side walls TC, TC and top plate TA (part of the outer shell) of the large section tunnel And forming each tunnel Connecting the T1~T6 carried out by a step of removing the unnecessary lining in.

  First, as shown in FIG. 5A, a first tunnel T1 is constructed at the lower center in the cross section of the large section tunnel 1. Then, as shown in FIG. 5B, the second tunnel T2 is adjacent to the first tunnel T1 (left adjacent in FIG. 5B) and the side adjacent to the tunnel T2 (FIG. 5B). In b), a third tunnel T3 is constructed on the right). For example, when the second tunnel T2 is constructed, the first tunnel T1 and the second tunnel T2 are configured such that the protrusion of the second tunnel T2 is inserted into the guide groove of the first tunnel T1. Are connected to each other. The first tunnel T1 and the third tunnel T3 are similarly connected. The construction order of the tunnels T1 to T3 is not limited to the order described above, and may be changed as appropriate.

  Subsequently, as shown in FIG. 5C, concrete is cast with a predetermined thickness below the tunnels T1, T2 and T3 to construct the bottom slab TB of the large-section tunnel 1. In this embodiment, when the bottom plate TB is constructed, the skin plates (outer shells 11) on the side surfaces of the tunnels T1 and T2 and the tunnels T1 and T3 that are in contact with each other are removed, so that there is no joint and the unit is constructed integrally. Assume that the bottom plate TB is constructed. At this time, the skin plate (outer shell 11) may be removed only at the portion corresponding to the bottom plate TB.

  When the construction of the bottom plate TB is completed, as shown in FIG. 6A, the reinforcing material 14 of each propelling box 10 constituting the tunnels T1, T2, T3 is removed.

  Subsequently, as shown in FIG. 6B, a fourth tunnel T4 is constructed adjacent to the vertical (upper) side of the first tunnel T1. Then, as shown in FIG. 6C, a fifth tunnel T5 is constructed at a position adjacent to the tunnel T2 and the tunnel T4, and a sixth tunnel T6 is constructed at a position adjacent to the tunnel T3 and the tunnel T4. At this time, the reinforcing members 14 removed from the lower tunnels T1, T2, T3 are arranged in the propulsion box 10 constituting each tunnel T, respectively. Adjacent tunnels T and T are connected to each other by inserting the protrusions of the succeeding tunnel into the guide groove of the preceding tunnel when constructing the succeeding tunnel T. The construction order of the tunnels T4 to T6 is not limited to the order described above, and may be changed as appropriate.

  Subsequently, as shown in FIG. 7A, concrete is cast with a predetermined thickness along the side surfaces of the tunnels T2 and T5 and the tunnels T3 and T6, and the side walls TC and TC of the large section tunnel 1 are set. Then, concrete is cast with a predetermined thickness along the natural ground side of the upper part of the tunnels T4, T5, T6, and the top plate TA of the large section tunnel 1 is constructed. Thereby, the outer shell of the large section tunnel 1 is completed. In the present embodiment, when the side walls TC and TC are constructed, the skin plate (outer shell 11) disposed on the upper surfaces of the tunnels T2 and T3 and the skin plate (outer shell 11) disposed on the lower surfaces of the tunnels T5 and T6. The side walls TC and TC constructed integrally without any joints are constructed by removing. Further, when the top plate TA was constructed, the skin plates (outer shells 11) on the side surfaces of the tunnels T4 and T5 and between the tunnels T4 and T6 that were in contact with each other were removed, so that the top plate TA was constructed integrally without a joint. The top version TA shall be constructed. At this time, the top plate TA and the side walls TC, TC may be constructed integrally by removing the skin plate (outer shell 11) for only the portions corresponding to the top plate TA and the side walls TC, TC. .

  When the construction of the top plate TA and the side walls TC and TC is completed, the reinforcing material 14 of each propulsion box 10 constituting the tunnels T4, T5, and T6 is removed as shown in FIG. 7B.

  Then, as shown in FIG. 7C, unnecessary linings of the tunnels T1 to T6 are removed to form a large space. That is, the portion of the propulsion box 10 constituting each of the tunnels T1 to T6 disposed in the inner cross section of the large cross section tunnel 1 is removed to complete the large cross section tunnel 1.

  In addition, the clearance gap which arises between the pushing cases 10 of the adjacent tunnel T is filled with a filler, and water-stopping property is ensured. Furthermore, the water stop process of the large-section tunnel 1 is ensured by performing a water stop process to the installation surface of the junction part of the adjacent tunnels T and a natural ground as needed. In addition, this water stop processing method is not limited, For example, the method of performing ground improvement by chemical | medical solution injection | pouring of the natural ground which touches the junction part of tunnel T, and water stop between the joint part and natural ground What is necessary is just to select from a well-known method suitably, such as the method of arrange | positioning a board.

As mentioned above, according to the construction method of the underground structure of the present invention, since the reinforcing material 14 is installed in each propulsion box 10, it becomes possible to improve the strength of the propulsion box, Compared with the construction method (see FIGS. 8A and 8B), it is possible to reduce the number of divisions of the large-section tunnel 1 and to reduce the cross section of the lining (main girder size) of the propulsion box 10. That is, it is possible to perform the construction without reducing the number of divisions of the large-section tunnel 1 and increasing the size of the lining. As a result, the following effects can be obtained.
(1) The construction period can be shortened by reducing the number of divisions.
(2) By reducing the number of divisions, waste (unnecessary lining) generated with construction is reduced, which is economical.
(3) Since the number of divisions is reduced without increasing the size of the lining, it is economical.
(4) The material cost can be reduced by diverting a part of the reinforcing material 14.

  In addition, since each tunnel T is constructed by the propulsion method, even if the reinforcing material 14 is disposed in the tunnel T, there is no construction machine or the like that travels in the tunnel T, and the construction is not hindered.

  Further, since the reinforcement member 14 is detachably attached via the fixing means 15, the reinforcement member 14 can be diverted.

  Also, if guide grooves and ridges are formed in the propelling box and construction is carried out using the guide grooves, the adjacent tunnels T do not approach each other and are not separated more than necessary, and the large section tunnel 1 with high accuracy. It becomes possible to perform construction.

As mentioned above, although preferred embodiment was described about this invention, this invention is not limited to the said embodiment, A design change is possible suitably in the range which does not deviate from the meaning of this invention.
For example, in the above embodiment, the case where the propelling box is made of a steel member is exemplified, but in addition, it may be made of a member made of spheroidal graphite cast iron, It may be composed of a member made of reinforced concrete.

  In addition, the construction order related to the construction of the large section tunnel is not limited to the above order, and may be appropriately changed according to the situation. For example, in the above embodiment, the bottom plate is constructed when the lower three tunnels are completed, and the side walls and the top plate are constructed when the upper three tunnels are completed. It is good also as what builds a bottom plate, a side wall, a top plate, etc., respectively. Thereby, in the said embodiment, although the reinforcement material with respect to at least 3 tunnels was required, it becomes possible to further reduce material cost by diverting a reinforcement material. Further, the upper tunnel may be constructed before the lower tunnel.

  Further, in the above embodiment, the present invention is applied to the case where the tunnels are arranged in parallel for the entire cross section of the large cross section tunnel. However, the present invention is not limited to this. After forming by arranging in parallel, the underground structure building method of the present invention may be applied when excavating the inside to construct a large-section tunnel.

  Moreover, although the said embodiment demonstrated the case where a large section tunnel was constructed | assembled, it cannot be overemphasized that the structure constructed | assembled by the construction method of the underground structure of this invention is not limited to a tunnel.

It is a front view which shows the cross-sectional shape of the underground structure concerning this embodiment. The perspective view which shows the box used with the construction method of the underground structure of this embodiment. It is the elements on larger scale which show the installation condition of the reinforcing material of the box shown in FIG. (A)-(c) is a front view which shows the modification of a reinforcing material. It is sectional drawing which shows each construction step of the construction method of the underground structure concerning this embodiment, (a) is at the time of construction of a tunnel of a lower stage center, (b) is at the time of construction of a tunnel of a lower stage, (c) is It shows the bottom plate construction time. It is sectional drawing which shows each construction step of the construction method of the underground structure concerning this embodiment, Comprising: (a) is at the time of construction of the tunnel of an upper stage, (b) at the time of construction of the tunnel of an upper stage, (c) ) Shows the time of construction of the upper tunnel. It is sectional drawing which shows each construction step of the construction method of the underground structure concerning this embodiment, Comprising: (a) is at the time of construction of a side wall and a top plate, (b) is at the time of the reinforcement removal of the upper tunnel, (c ) Indicates when unnecessary lining is removed. It is sectional drawing which shows the construction method of the conventional underground structure.

Explanation of symbols

1 Large section tunnel (underground structure)
10 Promotion box (box)
14 Reinforcement (main girder reinforcement)
15 Fixing means T (T1-T6) Tunnel

Claims (2)

A method of constructing an underground structure using a plurality of tunnels arranged side by side,
A construction method of an underground structure, wherein the plurality of tunnels are constructed by continuously arranging boxes having main girder reinforcement members in the ground. A method of constructing an underground structure using a plurality of tunnels arranged side by side,
A step of constructing a preceding tunnel by continuously arranging boxes having main girder reinforcements in the ground;
Forming a part of an outer shell of an underground structure using the preceding tunnel;
Removing the main girder reinforcement of the preceding tunnel;
Constructing a succeeding tunnel next to the preceding tunnel by continuously arranging a box in which the removed main girder reinforcing material is disposed in the ground; and
Forming a part of the outer shell of the underground structure using the trailing tunnel;
And a step of removing a lining separating the preceding tunnel and the succeeding tunnel.

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